Browsing by Author "Núñez Meneses, Jorge Luis"

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    Análisis dinámico no lineal de un puente colgante vehicular tipo de 100 metros de longitud ante cargas sísmicas y de viento, según AASHTO LRFD 2017 y NEC 2015
    (Universidad Técnica de Ambato. Facultad de Ingeniería Civil y Mecánica. Maestría en Ingeniería Civil con Mención en Estructuras Metálicas, 2022-09) Núñez Meneses, Jorge Luis; Medina Robalino, Wilson Santiago
    The design of bridges is an area little shared in the third level of higher education, much less if they have special characteristics and large spans, such as suspension bridges. The present work contemplates the design of a 100-meter long suspension bridge, performing a linear and nonlinear analysis of wind and seismic loads, as well as assembling a document of manual calculations for the design of all the elements of the bridge, which can serve as a guide for professionals interested in this branch of engineering. As a first part, the analysis and design of the bridge super structure was carried out by means of dynamic analysis by vehicular loads, including, on the one hand, the wind load calculation method established in the AASHTO LRFD and NEC 2015 and, on the other hand, a wind tunnel. With a speed pattern equal to 80 mph (according to AASHTO LRFD), it was evidenced that the dynamic analysis by means of a wind tunnel is predominant with respect to the static analysis based on forces, since it shows in a real way the effects of the loads on each of the elements managing to obtain unfavorable situations, since, in general terms there are values of displacements higher by 10 percent. After the design of the superstructure, the analysis of the substructure under seismic loads was carried out, performing a spectral modal analysis vs. a nonlinear analysis in the time domain, using acceleration records of real earthquakes scaled to the design target spectrum, where the large differences between the demands produced in such analysis can be evidenced, although both methods are dynamic, it will always be advisable to perform it in the nonlinear range, since the real behavior of the seismic event is evidenced, besides allowing us to know the behavior and the variation of stresses and deformations during the duration of the seismic event. The nonlinear analysis in the time domain was performed based on 9 accelerograms that were scaled appropriately to the calculated target spectrum, whose results were unfavorable compared to the spectral modal analysis, since the calculated drifts are 74 percent higher in the Y direction; 10 percent higher in the X direction. Finally, a manual-type document with the design of the bridge elements according to AASHTO LRFD is presented.
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    Las condiciones de la vía la Suiza - Illuchi alto cantones Patate - Baños, provincia de Tungurahua y su incidencia en la calidad de vida de los habitantes del sector
    (Universidad Técnica de Ambato. Facultad de Ingeniería Civil y Mecánica. Carrera de Ingeniería Civil, 2014) Núñez Meneses, Jorge Luis
    El presente trabajo de graduación está enfocado en estudiar las condiciones de la vía La Suiza -Illuchi Alto para mejorar la condición del diseño geométrico, del pavimento, sistema de drenaje y obras complementarias. Se realizó un inventario vial donde se identificó la existencia de un tramo inicial de empedrado de 920 metros y un tramo continuo de 4905 metros de lastrado, los mismos que no tienen buenas condiciones para brindar seguridad a la circulación vehicular y a los peatones. Se realizaron encuestas a una muestra de 172 habitantes beneficiarios del proyecto que nos permitieron corroborar la necesidad de un mejoramiento de la vía; estudios de suelos que determinaron una capacidad de soporte CBR del 4.35% y conteo de tráfico que determinó un TPDA de 472 vehículos. Se concluyó que se diseñará como vía de cuarto orden según las normas vigentes del Ministerio de Transporte y Obras Públicas, en cuyo diseño horizontal predominan curvas con un radio mínimo de 42 m y un diseño vertical con pendientes máximas del 12% en casos excepcionales. Con el TPDA, el CBR y la norma AASHTO se establecieron los espesores por capa del pavimento; obteniendo como resultados una capa de mejoramiento de 60 cm. conformada por cantos rodados o pedazos de roca con diámetros superiores a 10 cm, capa subbase Clase II de 25 cm, capa base Clase II de 15 cm y una capa de pavimento flexible (asfalto) de 5cm.